《某工程建设项目钢筋混凝土框架结构的整体设计》22000字（论文）

某工程建设项目钢筋混凝土框架结构的整体设计目录摘要 4第1章前言 51.1设计目的 51.2设计内容 51.2.1建筑设计 51.2.2结构设计 51.3设计依据 6第2章结构布置 72.1结构方案与布置 72.1.1结构类型选择 72.1.2构件截面尺寸估算 72.2框架线刚度计算 92.2.1框架柱线刚度计算 92.2.2框架梁线刚度计算 10第3章荷载计算 123.1恒载标准值计算 123.2活荷载标准值计算 123.3竖向荷载计算 133.3.2恒载标准值计算。 143.3.3活载计算 203.4风荷载计算 223.4.1风荷载标准值 223.4.2风荷载位移计算 243.5地震荷载标准值 253.5.1重力荷载代表值 263.5.2框架自振周期 283.5.3水平地震作用 293.5.4地震作用变形计算 30第4章荷载内力分析计算 324.1恒载计算 324.1.1节点分配系数 324.1.2弯矩计算 344.1.3恒载内力计算 344.2活载计算 384.2.1活载梁端弯矩计算 384.3雪荷载计算 424.4风荷载内力计算 434.5地震作用内力计算 48第5章内力组合计算 535.1塑性弯矩调幅 535.2柱内力组合 575.3梁内力组合 64第6章截面设计 696.1梁截面设计 696.1.2梁正截面设计 706.1.3斜截面设计 776.2框架柱配筋设计 816.2.1轴压比计算 816.2.2强柱弱梁调整 816.2.3正截面配筋设计 826.2.4柱斜截面配筋设计. 916.3梁柱节点核芯区抗震验算 94第7章混凝土楼梯设计 957.1设计资料 957.2梯段板计算 957.3平台板计算 967.4平台梁计算 97第8章基础设计 988.1设计参数 988.2边跨基础设计 988.2.1内力信息 988.2.2基础尺寸估算 988.2.3基础冲切计算 998.2.4配筋计算 1008.3中间跨基础设计 1008.3.1内力信息 1008.3.2基础尺寸估算 1018.3.3基础冲切计算 1028.3.4基础配筋计算 103第9章现浇混凝土楼板设计 1049.1设计参数 1049.2配筋设计 104参考文献 108

摘要本文的毕业设计主要进行钢筋混凝土框架结构的整体设计，设计主要包括建筑设计和结构设计两部分。建筑设计主要是根据任务书进行建筑功能、平面布置、立面造型以及详图设计等各部分。结构设计，主要是选取结构一榀框架进行设计，还需要对楼梯、基础以及楼板等构件进行构件设计，结构设计需要考虑安全性、经济性和耐久性。结构设计方面，首先进行结构方案与布置，选取结构类型和布置形式，估算结构构件尺寸，并计算梁、柱线刚度；根据荷载分布情况，计分别计算一榀框架承受的竖向荷载和水平荷载。再进行内力分配，对竖向荷载采用弯矩二次分配法，对计算得来的荷载进行分配；对水平荷载，采用D值法对荷载进行分配，得出各工况情况下的内力。按规范组合各内力，得出最不利值即设计值，按照结果对构件进行正截面和斜截面配筋计算。然后，分别对混凝土楼梯、结构基础、各层楼板进行构件设计。设计依据采用国家现行规范、标准和任务书，设计工具采用Autocad和天正等辅助设计软件。关键词：一榀框架、强柱弱梁、强剪弱弯、弯矩二次分配、D值法

前言设计目的毕业设计是教学中的重要环节，主要目的是为了培养学生综合应用所学基础理论和专业知识，解决一般工程技术问题的能力，进一步提高和训练学生的制图水平、理论分析水平、结构设计水平、施工方案设计水平和外文阅读水平。通过毕业设计，使学生对一般土木工程的土建设计与施工内容等全方面了解，熟悉相关规范、规程、标准和手册，为今后的独立工作打下鉴定基础。毕业设计应着重强调理论联系实际，提高学生分析、解决工程实施问题的能力，培养学生踏实、细致、严格、认真和吃苦耐劳的工作作风。设计内容建筑设计建筑设计是结合任务书，根据房屋建筑学、民用建筑设计通则等相关建筑规范、标准等进行方案设计、施工图设计等，设计的开展需要借助天正、AutoCad软件等辅助进行。结构设计1.结构设计1)结构方案布置以及梁柱线刚度计算。2)荷载计算，主要包括竖向荷载以及水平荷载标准值计算。3)荷载内力分析计算，采用弯矩二次分配法对竖向荷载、改进反弯点法(D值法)对水平荷载进行一榀框架内力分析计算。4)根据荷载规范要求，进行内力组合计算，主要使用弯矩调幅及荷载组合。5)对框架梁、柱进行截面设计。6)对框架梁、柱进行截面配筋设计。7)混凝土楼梯设计，主要包括梯段板、平台板和平台梁设计计算。8)基础和楼板的设计计算。2.设计参数设计基本参数表参数名称参数取值参数名称参数取值设防烈度8度地震加速度0.2g地震分组第3组场地类别2类基本风压

(kN/m2)0.3基本雪压

(kN/m2)0.15地面粗糙类别B类承载力特征值240kPa构件基本参数表构件名称混凝土等级主筋等级箍筋等级框架梁C30HRB400HRB400框架柱C30HRB400HRB400楼梯C30HRB400HRB400基础C30HRB400HRB400楼板C30HRB400HRB400设计依据主要设计依据：（1）《建筑结构可靠度设计统一标准》GB50068-2018（2）《民用建筑设计通则》GB50352—2019（3）《建筑设计防火规范》GB50016-2014（2018)（4）《建筑地基基础设计规范》GB50007-2011（5）《建筑结构荷载规范》GB50009-2012（6）《建筑抗震设计规范》GB50011-2010（2016）（7）《混凝土结构设计规范》GB50010-2010（2015）

结构布置结构方案与布置结构类型选择本工程采用钢筋混凝土框架结构，根据建筑功能进行梁、柱布置，选取具有代表性的一榀框架进行结构计算。构件截面尺寸估算1.楼板厚度混凝土设计规范要求，单向板的跨厚比小于30，双向板小于40跨厚比要求，板块跨度为4200mm，计算板厚=4200/40=105.00mm。取板厚h=110mm；对于顶层，考虑温差以及防水，取板厚h=120mm。2.框架梁截面尺寸框架梁的高度和宽度一般根据梁跨度L按下式进行计算，按规范要求，框架梁宽度一般不小于200mm，当梁跨度较小时，一般按照经验进行取值；对于次梁，其跨高比可适当增大。ℎ=以横向框架梁边跨AB为例，计算框架梁高度和宽度，过程如下：ℎ=取h=500mm；b=取b=250mm。以此类推，计算各跨和纵向框架梁尺寸，汇总结果见下表:框架梁尺寸汇总表框架梁

位置跨度

（mm）计算高度

(mm)实际取值

(mm)计算宽度

(mm)实际取值

(mm)b×h

(mm)AB5100340-638500167-250250250×500BC1500100-188400133-200250250×400CD4800320-600500167-250250250×500纵向梁4200280-525400133-200200200×4004）柱截面尺寸确定以B轴柱为例，按照轴压比控制方式对截面进行估算，柱受荷面积S为柱周边板块中线围绕形成的面积，具体计算过程如下：S=A=上述计算中，γ为内力放大系数，取1.2；q为单层荷载，对于框架结构，取值范围为11~15kN/m²，本式中取13kN/m²；μ为限制轴压比，本框架结构抗震等级为2级，按照规范，限制轴压比取值为0.75；S为计算受压面积。本设计中，框架柱为方形柱，根据计算面积结果，即得出框架柱计算边长hc=314.81mm，根据规范，框架柱最小截面尺寸不宜小于400mm，取柱边长hc=500mm。下面，对一榀框架的简图进行绘制，底层柱计算高度应该自基础顶面算起，即底层柱计算高度=层高+室内外高差+基础顶面至室外地面的高度；其它层柱计算高度为层高，梁计算跨度为轴线间距离。根据建筑图，室内外高差为0.45m，假定基础顶标至室外地面距离为0.50m，底层计算高度为4.20+0.45+0.5=5.15m。一榀框架尺寸简图如下：一榀框架尺寸简图框架线刚度计算框架柱线刚度计算以底层柱为例，计算柱线刚度以及相对线刚度，先计算线刚度，在以首层为基础，计算其他层的相对线刚度(即其它层线刚度/首层线刚度)：其它层计算方法同理，计算结果汇总如下：柱线刚度表层数高度

（m）截面尺寸

(b×h)Ec

（N/mm2）截面惯性矩Ic

（×109mm4）线刚度ib

（kN·m）相对

线刚度15.15500×500300005.2130340123.00500×500300005.21520831.7233.00500×500300005.21520831.7243.00500×500300005.21520831.7253.00500×500300005.21520831.7263.00500×500300005.21520831.72框架梁线刚度计算框架梁线刚度计算公式同理，用刚度除以跨度即可，因为混凝土框架结构为梁板一同浇筑，根据规范，楼板可以作为框架梁翼缘对刚度起到放大作用，本设计中翼缘放大系数取2.0，以中间跨为例，对梁线刚度进行计算，示例如下：其它层线刚度计算同理，结果汇总见下表：梁线刚度表跨数跨度L

（m）截面尺寸

(b×h)Ec

（N/mm2）截面惯性矩Ic

（×109mm4）线刚度ib

（kN·m）相对

线刚度AB5.1250×500300002.6306001.01BC1.5250×400300001.33533001.76CD4.8250×500300002.6326001.07一榀框架计算简图

荷载计算恒载标准值计算屋面做法表做法厚度容重荷载40厚素混凝土40230.92kN/m2隔离层+防水层0.80kN/m2水泥砂浆找平20200.40kN/m2水泥砂浆找坡20200.40kN/m2硬质聚氨酯泡沫板0.19kN/m2钢筋混凝土楼板120253.00kN/m2水泥砂浆粉底10200.20kN/m2合计5.91kN/m2楼面做法表做法厚度容重荷载10厚水磨石地面10250.25kN/m2水泥砂浆找平20200.40kN/m2素水泥浆一道0.20kN/m2钢筋混凝土楼板110252.75kN/m2水泥砂浆粉底15200.30kN/m2合计3.90kN/m2活荷载标准值计算荷载规范中已对活荷载各种情况取值做出规定，标准值见下表活荷载标准值表荷载分类大小单位屋面荷载(上人)2.00kN/m2普通楼面2.00kN/m2走廊2.00kN/m2根据建设地点，查荷载规范6.1.1，雪荷载取值:sk=1×0.15=0.15按规范，当活荷载与雪荷载并存时，取两者中最大值参与计算即可。竖向荷载计算根据选择的一品框架，按照45度线作为荷载传递分界线，画出一榀框架平面板块荷载传递图，具体如下：一榀框架荷载传递简图按照板块边界情况，楼板共划分为单向板和双向板两种情况。楼板向梁传递荷载形状共分为四种，对于双向板，一种为双向板短边梁，楼板传递荷载形式为三角形；另一种为双向板长边梁，楼板传递荷载形式为梯形。对于单向板，因为板块长宽比较大，短边梁不承受楼板传递荷载；对于长边梁，楼板传递荷载形式为矩形，即楼板荷载均分至两端长梁上。针对荷载传递的不同情况，根据弯矩平衡，可以将三角形荷载和梯形荷载等代转换为矩形荷载，具体计算方法如下：对于三角形荷载：q对于梯形荷载：q上式中，b为板块短边，l为板块长边，q为板块均布面荷载，α为梯形荷载分布系数，取0.5b/l。恒载标准值计算。对于一榀框架梁荷载标准值进行计算，主要考虑楼板传递荷载、梁自重（含抹灰）。1.A~B轴梁荷载计算1)屋面层板荷载:梁自重：q框架梁线荷载=2.504+17.582=20.0862)楼面层板荷载:梁自重：q墙体自重:q框架梁线荷载=2.571+11.602+5.9+1.7=21.7732.B~C轴梁荷载计算1)屋面层板荷载:梁自重：q框架梁线荷载=1.845+5.541=7.3862)楼面层板荷载:梁自重：q框架梁线荷载=1.912+3.656=5.5683.C~D轴梁荷载计算1)屋面层板荷载:梁自重：q框架梁线荷载=2.504+16.812=19.3162)楼面层板荷载:梁自重：q墙体自重:q框架梁线荷载=2.571+11.094+5.9+1.7=21.265柱竖直方向集中荷载计算如下：4.墙体自重荷载计算1）外纵墙自重外纵墙自重主要包含墙体自身、粉刷、外保温的重量，当存在门窗时，尚且应该考虑门窗的重量，本设计外纵墙计算如下：qqqG2）内纵墙自重qqqG5.A轴柱竖向集中荷载计算1)顶层女儿墙自重线荷载=0.20×0.90×18+板荷载:p梁自重：p抹灰自重（单侧10mm）:女儿墙重量：A轴柱集中荷载=16.54+10.22+28.26+0.73=55.75kN2)标准层板荷载:p梁自重：p抹灰自重（单侧10mm）:外纵墙自重：pA轴柱集中荷载=43.58+10.54+18.65+0.75=73.52kNEQ6.B轴柱竖向集中荷载计算1）顶层板荷载：p梁自重：p粉刷自重：pB轴柱集中荷载=44.37+11.1+0.79=56.26kN2）标准层板荷载：p梁自重：p粉刷自重：p内纵墙自重：pB轴柱集中荷载=EQ7.C轴柱竖向集中荷载计算1）顶层板荷载：p梁自重：p粉刷自重：pC轴柱集中荷载=44.37+10.74+0.76=55.87kN2）标准层板荷载：p梁自重：p粉刷自重：p内纵墙自重：pC轴柱集中荷载=8.D轴柱竖向集中荷载计算：1）顶层女儿墙自重：=0.5×板荷载：梁自重：粉刷自重：女儿墙自重：pD轴柱集中荷载=16.54+0.6+28.26+9.87=55.27kN2）标准层板荷载：梁自重：粉刷自重：外纵墙自重：p_4=43.58kND轴柱集中荷载=43.58+0.62+18.65+10.17=73.02kN恒载作用下荷载简图活载计算EQ1)A~B轴间框架梁顶层:q=标准层:q=EQ2)B~C轴间框架梁顶层:q=标准层:q=EQ3)C~D轴间框架梁顶层:q=标准层:q=EQ5)A轴柱竖向集中荷载计算顶层:p=标准层:p=EQ5)B轴柱竖向集中荷载计算顶层:p=标准层:p=EQ6)C轴柱竖向集中荷载计算顶层:p=标准层:p=EQ7)D轴柱竖向集中荷载计算顶层:p=标准层:p=活载作用下荷载简图风荷载计算风荷载标准值主体结构计算时，风荷载垂直作用于墙面，按照荷载规范，可以用作用在框架节点外的集中荷载等效替代为风荷载，作用在墙面风荷载计算公式如下：作用墙面的等效集中荷载计算公式如下：F=上式中，ω为风压，h为上下层层高，L为柱网左右侧跨度，查荷载规范，风荷载体型系数取1.3；基本风压取0.3；风压高度变化系数按表8.2.1进行插值计算；风振系数取1.0。以首层为例，计算风荷载标准值，风荷载作用范围底部从室外地面算起，顶部为女儿墙顶。风荷载标准值计算时，首层计算高度为4.65m，查荷载规范表格8.2.1，风压高度变化系数取1.22，基本风压取0.3，风压作用面积取楼层上下范围的一半，过程如下：A=F=风荷载计算表层数z(m)μsβzμzω0(kN/m2)A(m2)F(kN)619.651.301.001.220.309.364.45516.651.301.001.130.3011.705.16413.651.301.001.050.3011.704.79310.651.301.001.000.3011.704.5627.651.301.001.000.3011.704.5614.651.301.001.000.3014.925.82风荷载内力图风荷载位移计算EQ采用标准组合工况进行位移计算(1).一榀框架侧移刚度D侧向刚度计算，根据嵌固情况，略有区别,对于底层：α对于一般层：α各楼层侧向刚度汇总见下表：侧向刚度计算表层数KAαAKBαBKCαCKDαD11.010.5022.770.6862.830.6891.070.51120.590.2281.610.4461.650.4520.630.24030.590.2281.610.4461.650.4520.630.24040.590.2281.610.4461.650.4520.630.24050.590.2281.610.4461.650.4520.630.24060.590.2281.610.4461.650.4520.630.240一榀框架侧向刚度：D=按上式计算侧向刚度，结果如下：一榀框架侧向刚度表Dj第A轴第B轴第C轴第D轴∑Dj1层6891941794587015327802层15833309723138916667948613层15833309723138916667948614层15833309723138916667948615层15833309723138916667948616层1583330972313891666794861一榀框架水平位移表楼层Fk.(kN)Vj(kN)∑D(kN/m)△uj(m)△uj/h64.454.45948610.000000.0000055.169.61948610.000100.0000344.7914.40948610.000200.0000734.5618.96948610.000200.0000724.5623.52948610.000200.0000715.8229.34327800.000900.00017根据上述计算结果，可知，层间位移角最大为0.00017,满足规范层间位移角要求。地震荷载标准值本设计中，框架结构质量和刚度较为均匀，且层高不超过抗震规范要求。故用底部剪力法进行地震计算。重力荷载代表值第6层女儿墙线荷载第三章中已计算，根据计算知：G楼板自重：G梁自重：G隔墙自重：G框架柱：GG第6层重力荷载代表值：G同理，对标准层重力荷载代表值进行计算：GGG底层：GGG按照计算结果，绘出一榀框架层间质点图：重力荷载代表值质点图框架自振周期根据抗震设计规范，框架结构自振周期采用顶点位移法进行计算，框架整体地震作用采用底部剪力法进行计算，公式如下：△框架假想位移计算表层号Gi(kN)∑Gi(kN)Di△μi(m)μi(m)6486486948610.00510.183655451031948610.01090.178545451576948610.01660.167635452120948610.02240.151025452665948610.02810.128616303296327800.10050.1005参考高层设计规范，框架结构计算自振周期应考虑隔墙折减，系数α0取0.65。基本自振周期计算如下式：水平地震作用依据抗震设计规范，本工程设防烈度为8度，查任务书，属于2类场地，抗震分组为第3组，可查表得出特征周期以及地震影响系数最大值，如下：总水平地震剪力作用标准值：由于T1=0.47≤1.4Tg=0.63.故无需考虑顶部附加地震作用δ顶部附加水平地震作用：△各质点水平地震作用计算公式：对各层地震剪力进行计算，如下：楼层地震剪力计算表层号hi(m)Hi(m)Gi(kN)GiHiGiHi/(∑GiHi)Fi(kN)Vi(kN)63.0020.1548697930.241103.88103.8853.0017.1554593470.23099.14203.0243.0014.1554577120.19081.90284.9233.0011.1554560770.15064.66349.5823.008.1554544420.10946.98396.5615.155.1563032440.08034.48431.04地震荷载作用下水平力简图地震作用变形计算地震作用属于水平作用，采用侧向刚度计算层间位移，计算如下：结构层间位移表层号Vi(kN)∑Di(N/m)△μi(mm)hi(m)△μi/hi6103.88948610.00113.000.00045203.02948610.00213.000.00074284.92948610.00303.000.00103349.58948610.00373.000.00122396.56948610.00423.000.00141431.04327800.01315.150.0025

荷载内力分析计算恒载计算节点分配系数为便于计算，将一榀框架节点编号如下：一榀框架节点图弯矩二次分配法中弯矩分配是按照节点连接处杆件线刚度大小进行分配，因此，需要先行计算节点分配系数，某杆件的分配系数即为杆件线刚度占该节点处所有杆件线刚度的比例，以1号节点为例，求1号节点处分配系数：μμ同理，计算其他节点处弯矩分配系数，结果绘图如下：弯矩分配系数图弯矩计算框架梁的固端弯矩计算公式如下：M以顶层为例，按上式计算梁固端弯矩：MMM其它层计算同理，得出各层固端弯矩见下表：梁端弯矩表梁端弯矩梁AB梁BC梁CD6-43.54-1.38-37.095-47.19-1.04-40.834-47.19-1.04-40.833-47.19-1.04-40.832-47.19-1.04-40.831-47.19-1.04-40.83恒载内力计算根据前面计算固端弯矩，使用Excel表进行弯矩二次分配计算，过程如下：恒载弯矩二次分配表恒载工况弯矩图均布荷载下梁柱端剪力计算方式如下：VV计算结果见下图：恒载作用下剪力图一榀框架轴力计算公式：N上式中，P为传至柱上的集中力，V为柱节点两侧的剪力差，且考虑柱自重，结果见下图恒载作用下轴力图活载计算活载梁端弯矩计算活载计算方法同恒载，计算结果如下：梁端活载弯矩表梁端弯矩梁AB梁BC梁CD第6层-12.90-0.35-10.92第5层-12.90-0.35-10.92第4层-12.90-0.35-10.92第3层-12.90-0.35-10.92第2层-12.90-0.35-10.92第1层-12.90-0.35-10.92EQ活荷载弯矩二次分配法计算：活荷载弯矩二次分配表活载作用下弯矩图活载柱端剪力与梁端剪力计算公式：VV计算结果如下：活载作用下剪力图轴力计算公式：N活载作用下轴力图雪荷载计算根据荷载设计规范及建设地点，雪荷载标准值Sk=0.15kN/mm²雪荷载为活荷载，仅作用于屋面即顶层，梁端弯矩计算如下：MMM风荷载内力计算风荷载内力计算采用D值法（改进的反弯点法），柱水平力分配按照柱侧向刚度与总侧向刚度比值系数进行分配，即：一榀框架各层柱反弯点计算如下：第A轴柱反弯点计算表层号h(m)Ky0y1y2y3yyh(m)63.000.590.250.000.000.000.250.7553.000.590.350.000.000.000.351.0543.000.590.400.000.000.000.401.2033.000.590.450.000.000.000.451.3523.000.590.500.000.000.000.501.5015.151.010.650.000.000.000.653.35第B轴柱反弯点计算表层号h(m)Ky0y1y2y3yyh(m)63.001.610.380.000.000.000.381.1453.001.610.430.000.000.000.431.2943.001.610.450.000.000.000.451.3533.001.610.480.000.000.000.481.4423.001.610.500.000.000.000.501.5015.152.770.550.000.000.000.552.83第C轴柱反弯点计算表层号h(m)Ky0y1y2y3yyh(m)63.001.650.380.000.000.000.381.1453.001.650.430.000.000.000.431.2943.001.650.450.000.000.000.451.3533.001.650.480.000.000.000.481.4423.001.650.500.000.000.000.501.5015.152.830.550.000.000.000.552.83第D轴柱反弯点计算表层号h(m)Ky0y1y2y3yyh(m)63.000.630.270.000.000.000.270.8153.000.630.370.000.000.000.371.1143.000.630.400.000.000.000.401.2033.000.630.450.000.000.000.451.3523.000.630.500.000.000.000.501.5015.151.070.640.000.000.000.643.30EQ对梁、柱弯矩进行计算，计算过程见下表MM中柱：MM边柱：M第A轴梁柱节点弯矩（风荷载）：层号Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb总

(kN.m)64.4515833948610.170.760.751.710.571.7159.6115833948610.171.631.053.181.713.75414.4015833948610.172.451.204.412.946.12318.9615833948610.173.221.355.314.358.25223.5215833948610.174.001.506.006.0010.35129.346891327800.216.163.3511.1020.6217.10第B轴梁柱节点弯矩（风荷载）：层号Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb左

(kN.m)Mb右

(kN.m)64.4530972948610.331.471.142.731.681.001.7359.6130972948610.333.171.295.424.092.594.51414.4030972948610.334.751.357.846.414.357.58318.9630972948610.336.261.449.779.015.9010.28223.5230972948610.337.761.5011.6411.647.5313.12129.349417327800.298.512.8319.7224.1011.4419.92第C轴梁柱节点弯矩（风荷载）：层号Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb左

(kN.m)Mb右

(kN.m)64.4531389948610.331.471.142.731.681.691.0459.6131389948610.333.171.295.424.094.412.69414.4031389948610.334.751.357.846.417.404.53318.9631389948610.336.261.449.779.0110.046.14223.5231389948610.337.761.5011.6411.6412.817.84129.349458327800.298.512.8319.7224.1019.4611.90第D轴梁柱节点弯矩（风荷载）：层号Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb总

(kN.m)64.4516667948610.180.800.811.750.651.7559.6116667948610.181.731.113.271.923.92414.4016667948610.182.591.204.663.116.58318.9616667948610.183.411.355.634.608.74223.5216667948610.184.231.506.356.3510.95129.347015327800.216.163.3011.4220.3017.77风荷载作用下弯矩图水平荷载作用下，根据力的平衡条件，可知，梁端剪力可通过梁端弯矩进行求解，公式如下：VM为梁端弯矩，L为框架梁跨度。风荷载作用下剪力图风荷载作用下轴力图地震作用内力计算地震作用为水平方向作用，采用D值法进行计算，计算方式同风荷载，弯矩计算结果如下：第A轴地震作用内力计算表层号Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb总

(kN.m)6103.8815833948610.1717.660.2539.7413.2539.745203.0215833948610.1734.510.3567.2936.2480.544284.9215833948610.1748.440.4087.1958.13123.433349.5815833948610.1759.430.4598.0680.23156.192396.5615833948610.1767.420.50101.13101.13181.361431.046891327800.2190.520.65163.16303.02264.29第B轴地震作用内力计算表层号Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb左

(kN.m)Mb右

(kN.m)6103.8830972948610.3334.280.3863.7639.0823.2540.515203.0230972948610.3367.000.43114.5786.4356.0497.614284.9230972948610.3394.020.45155.13126.9388.10153.463349.5830972948610.33115.360.48179.96166.12111.93194.962396.5630972948610.33130.860.50196.29196.29132.18230.231431.049417327800.29125.000.55289.69354.06177.25308.73第C轴地震作用内力计算表层号Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb左

(kN.m)Mb右

(kN.m)6103.8831389948610.3334.280.3863.7639.0839.5624.205203.0231389948610.3367.000.43114.5786.4395.3458.314284.9231389948610.3394.020.45155.13126.93149.8991.673349.5831389948610.33115.360.48179.96166.12190.42116.472396.5631389948610.33130.860.50196.29196.29224.87137.541431.049458327800.29125.000.55289.69354.06301.55184.43第D轴地震作用内力计算表层号Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb总

(kN.m)6103.8816667948610.1818.700.2740.9515.1540.955203.0216667948610.1836.540.3769.0640.5684.214284.9216667948610.1851.290.4092.3261.55132.883349.5816667948610.1862.920.45103.8284.94165.372396.5616667948610.1871.380.50107.07107.07192.011431.047015327800.2190.520.64167.82298.35274.89地震荷载作用下弯矩简图地震荷载作用下剪力简图地震荷载作用下轴力简图

内力组合计算根据2019年4月1日执行的可靠度统一标准以及荷载设计规范(2012版)，内力组合形式如下：内力组合1：S内力组合2：S地震内力组合：S塑性弯矩调幅根据混凝土设计规范，对一榀框架竖向荷载进行弯矩调幅，调幅系数β取0.9，计算公式如下：梁两端调幅公式：M跨中弯矩不小于同荷载条件下简支梁跨中弯矩的一半。对一榀框架进行调幅后，结果见下表：恒载作用下弯矩调幅表楼层梁跨调幅前弯矩调幅

系数M0/2调幅后弯矩梁左跨中梁右梁左跨中梁右6AB-33.7928.32-40.180.9032.65-30.4132.65-36.16BC-14.37-10.48-10.740.901.04-12.931.04-9.67CD-33.4524.71-28.400.9027.82-30.1127.82-25.565AB-44.5725.70-45.600.9035.39-40.1135.39-41.04BC-7.53-4.91-5.430.900.78-6.780.78-4.89CD-38.9822.61-38.290.9030.62-35.0830.62-34.464AB-43.5226.36-45.330.9035.39-39.1735.39-40.80BC-8.00-5.33-5.790.900.78-7.200.78-5.21CD-38.7623.15-37.420.9030.62-34.8830.62-33.683AB-43.5226.36-45.330.9035.39-39.1735.39-40.80BC-8.00-5.33-5.790.900.78-7.200.78-5.21CD-38.7623.15-37.420.9030.62-34.8830.62-33.682AB-43.9226.10-45.460.9035.39-39.5335.39-40.91BC-7.77-5.11-5.590.900.78-6.990.78-5.03CD-38.8822.92-37.770.9030.62-34.9930.62-33.991AB-39.9628.84-43.930.9035.39-35.9635.39-39.54BC-11.52-8.55-8.710.900.78-10.370.78-7.84CD-37.3925.43-34.240.9030.62-33.6530.62-30.82活载作用下弯矩调幅表楼层梁跨调幅前弯矩调幅

系数M0/2调幅后弯矩梁左跨中梁右梁左跨中梁右AB-9.948.44-11.860.909.67-8.959.67-10.67BC-4.28-3.20-3.170.900.26-3.850.26-2.85CD-9.797.35-8.280.908.19-8.818.25-7.45AB-12.256.96-12.510.909.67-11.039.67-11.26BC-2.08-1.23-1.430.900.26-1.870.26-1.29CD-10.466.00-10.310.908.19-9.418.19-9.28AB-11.897.19-12.410.909.67-10.709.67-11.17BC-2.27-1.40-1.580.900.26-2.040.26-1.42CD-10.376.20-10.000.908.19-9.338.19-9.00AB-11.897.19-12.410.909.67-10.709.67-11.17BC-2.27-1.40-1.580.900.26-2.040.26-1.42CD-10.376.20-10.000.908.19-9.338.19-9.00AB-12.007.12-12.440.909.67-10.809.67-11.20BC-2.21-1.34-1.530.900.26-1.990.26-1.38CD-10.406.14-10.100.908.19-9.368.19-9.09AB-10.927.87-12.030.909.67-9.839.67-10.83BC-3.23-2.27-2.360.900.26-2.910.26-2.12CD-10.016.81-9.150.908.19-9.018.19-8.24将调幅后结果绘图如下：调幅后恒载下弯矩图调幅后活载下弯矩图柱内力组合第A轴柱内力组合层数截面内力恒载

SG活载

SQ左风

SW左右风

SW右左震

SE左右震

SE右1.3SG+1.5*

(SQ±0.6*SW)1.3SG+1.5*

(0.7*SQ±SW)1.2S重±1.3SE｜M｜max及NNmax及M左风右风左风右风左震右震6柱顶M-33.79-9.941.71-1.7139.74-39.74-57.30-60.38-51.80-56.935.15-98.17-98.17-60.38N105.7224.36-0.530.53-12.3512.35173.50174.45162.22163.81125.43157.54157.54174.45柱底M24.576.91-0.570.57-13.2513.2541.7942.8238.3440.0516.4050.8550.8542.82N124.4724.36-0.530.53-12.3512.35197.87198.83186.59188.18147.93180.04180.04198.835柱顶M-19.97-5.333.18-3.1867.29-67.29-31.09-36.82-26.79-36.3360.32-114.64-114.64-36.82N253.3149.04-1.771.77-39.1339.13401.27404.46378.14383.45282.53384.26384.26404.46柱底M21.745.94-1.711.71-36.2436.2435.6338.7131.9337.06-17.4676.7676.7638.71N272.0649.04-1.771.77-39.1339.13425.64428.83402.51407.82305.03406.76406.76428.834柱顶M-21.74-5.944.41-4.4187.19-87.19-33.20-41.14-27.88-41.1183.70-143.00-143.00-41.14N400.7573.67-3.823.82-80.6180.61628.04634.92592.60604.06420.31629.89629.89634.92柱底M21.745.94-2.942.94-58.1358.1334.5339.8230.0938.91-45.92105.22105.2239.82N419.5073.67-3.823.82-80.6180.61652.42659.29616.97628.43442.81652.39652.39659.293柱顶M-21.74-5.945.31-5.3198.06-98.06-32.39-41.95-26.53-42.4697.83-157.13-157.13-157.13N548.1998.30-6.596.59-133.18133.18854.17866.03805.98825.75543.67889.94889.94889.94柱底M21.065.76-4.354.35-80.2380.2332.1039.9326.9039.95-75.57133.03133.03133.03N566.9498.30-6.596.59-133.18133.18878.54890.40830.35850.12566.17912.44912.44912.442柱顶M-22.83-6.246.00-6.00101.13-101.13-33.64-44.44-27.23-45.23100.33-162.61-162.61-162.61N695.68122.95-10.1010.10-194.66194.661079.721097.901018.331048.63655.531161.641161.641161.64柱底M28.627.82-6.006.00-101.13101.1343.5454.3436.4254.42-92.43170.50170.50170.50N714.43122.95-10.1010.10-194.66194.661104.091122.271042.711073.01678.031184.141184.141184.141柱顶M-11.34-3.1011.10-11.10163.16-163.16-9.40-29.38-1.35-34.65196.64-227.58-227.58-227.58N842.69147.46-15.7015.70-281.24281.241302.561330.821226.781273.88734.091465.321465.321465.32柱底M5.671.55-20.6220.62-303.02303.02-8.8628.25-21.9339.93-386.19401.66401.66401.66N874.88147.46-15.7015.70-281.24281.241344.401372.661268.631315.73772.721503.941503.941503.94第B轴柱内力组合层数截面内力恒载

SG活载

SQ左风

SW左右风

SW右左震

SE左右震

SE右1.3SG+1.5*

(SQ±0.6*SW)1.3SG+1.5*

(0.7*SQ±SW)1.2S重±1.3SE｜M｜max及NNmax及M左风右风左风右风左震右震6柱顶M25.827.572.73-2.7363.76-63.7647.3842.4645.6137.42118.41-47.36118.41-47.36N116.6932.71-1.751.75-41.0341.03199.19202.34183.42188.67106.32212.99106.32212.99柱底M-19.88-5.55-1.681.68-39.0839.08-35.68-32.66-34.19-29.15-77.9923.62-77.9923.62N135.4432.71-1.751.75-41.0341.03223.56226.71207.79213.04128.82235.49128.82235.495柱顶M18.204.885.42-5.42114.57-114.5735.8626.1036.9120.65173.71-124.17173.71-124.17N261.1964.78-6.466.46-142.88142.88430.90442.53397.88417.26166.55538.04166.55538.04柱底M-18.66-5.07-4.094.09-86.4386.43-35.54-28.18-35.72-23.45-137.7986.93-137.7986.93N279.9464.78-6.466.46-142.88142.88455.28466.91422.25441.63189.05560.54189.05560.544柱顶M18.665.077.84-7.84155.13-155.1338.9224.8141.3417.82227.10-176.24227.10-176.24N405.9296.93-14.4014.40-303.63303.63660.13686.05607.87651.07150.54939.98150.54939.98柱底M-18.66-5.07-6.416.41-126.93126.93-37.63-26.09-39.20-19.97-190.44139.58-190.44139.58N424.6796.93-14.4014.40-303.63303.63684.51710.43632.25675.45173.04962.48173.04962.483柱顶M18.665.079.77-9.77179.96-179.9640.6623.0744.2414.93259.38-208.51259.38-208.51N550.65129.08-25.1825.18-507.98507.98886.80932.13813.61889.1577.851398.6077.851398.60柱底M-18.43-5.00-9.019.01-166.12166.12-39.57-23.35-42.72-15.69-241.07190.84-241.07190.84N569.40129.08-25.1825.18-507.98507.98911.18956.50837.98913.52100.351421.10100.351421.102柱顶M19.265.2311.64-11.64196.29-196.2943.3622.4147.9913.07281.43-228.93281.43-228.93N695.30161.21-38.9638.96-749.90749.901110.641180.771014.721131.60-43.781905.96-43.781905.96柱底M-22.81-6.19-11.6411.64-196.29196.29-49.41-28.46-53.61-18.69-286.26224.09-286.26224.09N714.05161.21-38.9638.96-749.90749.901135.021205.141039.101155.98-21.281928.46-21.281928.461柱顶M9.552.5919.72-19.72289.69-289.6934.05-1.4544.71-14.45389.61-363.58389.61-363.58N840.85193.60-59.6159.61-1070.171070.171329.861437.151206.971385.80-266.042516.40-266.042516.40柱底M-4.77-1.30-24.1024.10-354.06354.06-29.8413.54-43.7228.58-466.78453.77-466.78453.77N873.04193.60-59.6159.61-1070.171070.171371.701479.001248.821427.65-227.412555.03-227.412555.03第C轴柱内力组合层数截面内力恒载

SG活载

SQ左风

SW左右风

SW右左震

SE左右震

SE右1.3SG+1.5*

(SQ±0.6*SW)1.3SG+1.5*

(0.7*SQ±SW)1.2S重±1.3SE｜M｜max及NNmax及M左风右风左风右风左震右震6柱顶M-22.67-6.612.73-2.7363.76-63.76-36.93-41.84-32.32-40.5151.72-114.06-114.0651.72N106.4029.651.70-1.7039.81-39.81184.33181.27172.00166.90197.2293.7293.72197.22柱底M17.424.79-1.681.68-39.0839.0828.3231.3425.1630.20-27.0374.5874.58-27.03N125.1529.651.70-1.7039.81-39.81208.70205.64196.38191.28219.72116.22116.22219.725柱顶M-16.14-4.245.42-5.42114.57-114.57-22.46-32.22-17.30-33.56127.03-170.85-170.85127.03N243.1859.336.27-6.27138.75-138.75410.77399.49387.84369.03507.79147.04147.04507.79柱底M16.494.39-4.094.09-86.4386.4324.3431.7019.9132.18-89.94134.78134.78-89.94N261.9359.336.27-6.27138.75-138.75435.15423.86412.21393.40530.29169.54169.54530.294柱顶M-16.49-4.397.84-7.84155.13-155.13-20.97-35.08-14.29-37.81179.25-224.09-224.09179.25N380.0289.0213.95-13.95294.20-294.20640.11615.00608.42566.57891.90126.98126.98891.90柱底M16.494.39-6.416.41-126.93126.9322.2533.7916.4335.66-142.59187.43187.43-142.59N398.7789.0213.95-13.95294.20-294.20664.49639.38632.80590.95914.40149.48149.48914.403柱顶M-16.49-4.399.77-9.77179.96-179.96-19.23-36.81-11.39-40.70211.53-256.37-256.37211.53N516.86118.7124.40-24.40492.40-492.40871.94828.02833.16759.961331.5851.3451.341331.58柱底M16.304.34-9.019.01-166.12166.1219.5935.8112.2339.26-193.79238.12238.12-193.79N535.61118.7124.40-24.40492.40-492.40896.32852.40857.54784.341354.0873.8473.841354.082柱顶M-16.99-4.5311.64-11.64196.29-196.29-18.41-39.36-9.38-44.30232.07-278.28-278.28232.07N653.67148.4037.78-37.78727.14-727.141106.371038.371062.26948.921818.73-71.84-71.841818.73柱底M20.135.36-11.6411.64-196.29196.2923.7344.6814.3449.26-227.80282.55282.55-227.80N672.42148.4037.78-37.78727.14-727.141130.751062.741086.64973.301841.23-49.34-49.341841.231柱顶M-8.55-2.2819.72-19.72289.69-289.693.21-32.2816.07-43.09364.97-388.23-388.23364.97N790.48178.0857.85-57.851038.30-1038.301346.811242.681301.381127.832405.21-294.37-294.372405.21柱底M4.281.14-24.1024.10-354.06354.06-14.4228.96-29.3942.91-454.46466.10466.10-454.46N822.67178.0857.85-57.851038.30-1038.301388.661284.531343.231169.682443.84-255.74-255.742443.84第D轴柱内力组合层数截面内力恒载

SG活载

SQ左风

SW左右风

SW右左震

SE左右震

SE右1.3SG+1.5*

(SQ±0.6*SW)1.3SG+1.5*

(0.7*SQ±SW)1.2S重±1.3SE｜M｜max及NNmax及M左风右风左风右风左震右震6柱顶M28.408.281.75-1.7540.95-40.9550.9147.7648.2442.9992.28-14.1992.2850.91N100.5822.900.58-0.5813.57-13.57165.63164.58155.67153.93152.08116.80152.08165.63柱底M-20.96-5.79-0.650.65-15.1515.15-36.52-35.35-34.30-32.35-48.32-8.93-48.32-36.52N119.3322.900.58-0.5813.57-13.57190.00188.96180.04178.30174.58139.30174.58190.005柱顶M17.334.523.27-3.2769.06-69.0632.2526.3732.1822.37113.29-66.27113.2932.25N243.2446.081.96-1.9643.26-43.26387.10383.57367.54361.66375.77263.30375.77387.10柱底M-18.71-5.00-1.921.92-40.5640.56-33.55-30.09-32.45-26.69-78.1827.28-78.18-33.55N261.9946.081.96-1.9643.26-43.26411.47407.94391.91386.03398.27285.80398.27411.474柱顶M18.715.004.66-4.6692.32-92.3236.0227.6336.5622.58145.47-94.56145.47145.47N385.7769.224.27-4.2790.04-90.04609.17601.49580.59567.78621.51387.40621.51621.51柱底M-18.71-5.00-3.113.11-61.5561.55-34.62-29.02-34.24-24.91-105.4754.56-105.47-105.47N404.5269.224.27-4.2790.04-90.04633.55625.86604.96592.15644.01409.90644.01644.013柱顶M18.715.005.63-5.63103.82-103.8236.8926.7638.0221.13160.42-109.51160.42160.42N528.3092.367.37-7.37148.76-148.76831.96818.70794.82772.71882.76495.99882.76882.76柱底M-18.15-4.85-4.604.60-84.9484.94-35.01-26.73-35.59-21.79-135.1185.73-135.11-135.11N547.0592.367.37-7.37148.76-148.76856.34843.07819.20797.09905.26518.49905.26905.262柱顶M19.625.256.35-6.35107.07-107.0739.1027.6740.5421.49165.89-112.50165.89165.89N670.87115.5111.28-11.28217.42-217.421055.551035.241010.34976.501157.00591.701157.001157.00柱底M-24.50-6.55-6.356.35-107.07107.07-47.39-35.96-48.25-29.20-172.52105.86-172.52-172.52N689.62115.5111.28-11.28217.42-217.421079.921059.621034.711000.871179.50614.201179.501179.501柱顶M9.742.6011.42-11.42167.82-167.8226.846.2832.52-1.74231.41-204.92231.41231.41N813.02138.5517.46-17.46313.11-313.111280.471249.041228.591176.211465.80651.711465.801465.80柱底M-4.87-1.30-20.3020.30-298.35298.35-26.559.99-38.1522.75-394.48381.23-394.48-394.48N845.21138.5517.46-17.46313.11-313.111322.311290.881270.441218.061504.43690.341504.431504.43根据弯矩计算剪力使用下面公式：V以A轴底层为例，计算一榀框架柱剪力，并进行汇总：A轴:框架柱剪力表柱号层数恒载

SGK活载

SQK左风

SWK右风

SWK左震

SEK右震

SEK1.3SG+1.5*(SQ±0.6*SW)1.3SG+1.5*(0.7*SQ±SW)1.2S重+1.3SE设计值左风右风左风右风左震右震A619.455.62-0.760.76-17.6617.6633.0334.4030.0532.333.7549.6749.67513.903.76-1.631.63-34.5134.5122.2425.1819.5724.46-25.9363.8063.80414.493.96-2.452.45-48.4448.4422.5726.9819.3226.67-43.2182.7482.74314.273.90-3.223.22-59.4359.4321.5027.3017.8227.48-57.7996.7296.72217.154.69-4.004.00-67.4267.4225.7332.9321.2233.22-64.25111.04111.0413.300.90-6.166.16-90.5290.520.1011.18-4.0014.47-113.18122.18122.18B6-15.23-4.37-1.471.47-34.28